detail sap design

0

Abstract:

This project is a structural analysis and design of a new building for

Nablus Municipality. The building is composed of a reinforced concrete

structure with a steel dome and steel arches.

The approach is to do a preliminary design using 1D and 2D models.

The loads considered are gravity loads for the reinforced concrete parts and

gravity and wind loads for the steel structure parts. A 3D analysis using

SAP2000 is done and elements are designed accordingly.

The 3D analysis matches approximately the 1D analysis in most parts

of the project. Complete design is done for all structural parts, and few

structural design details are provided.

1

Chapter1: Introduction

1.1 Project Description:

The project is structural analysis and design of a proposed new

building for Nablus Municipality. First a preliminary analysis and design using

1D and 2D models are made, then the analysis and design are done using 3D

model using SAP2000 program.

The building is composed of 3 stories above the ground, and an

underground parking. The area of each story is about 1580m2, and its height

is 4m.

The project has 2 structural joints which divide the building into three

parts: A,B, and C from left to right. It is composed of both reinforced concrete

and steel parts. The large dome over part B is made of steel and the vault

over the entrance is made of steel arches. The rest of the structure which

includes the two domes over the stair roofs over part B, and the dome over

minaret are made of reinforced concrete. All these descriptions are illustrated

on fig.1.1.

Fig. 1.1 3D view of municipality building

The architectural plans were designed in year 2007 by Haythem

Alsaadi, who is an architectural student at AN-Najah National University.

2

1.2 Design Codes:

In this project, the American Concrete Institute (ACI) Code2005 is used in

designing concrete parts, and the British Code (BS 5950) in designing steel parts.

1.3 Materials

1. Concrete

Concrete strength for all concrete parts is B350f'c=280 Kg/cm

Modulus of elasticity equals 2.5*105 Kg/cm2.

Unit weight is 2.5 ton/m3.

2. Steel:

Modulus of elasticity equals 2.04*106 Kg/cm2.

Steel yield strength:

For steel reinforcement, is 4200 kg/cm2.

For rolled steel, is 2750 kg/cm2.

3. The unit weights of the main materials used are shown in table1.1:

Table1.1. Density of the main materials used

Density(ton/m3) Material

2.5 Reinforced concrete

1.2 Bricks

1.5 Filler

2.7 Masonry

2.5 Tiles

2.3 Mortar

2.3 plastering

1.9 Selected filler (compacted

base coarse)

0.04 Polycarbonate

3

1.4 Loads:

1. Dead Loads:

Dead loads are composed of own weight of the slabs, beams, columns, walls,

Domes, and superimposed dead loads from the partitions and tiles.

o The super imposed dead loads are composed of:

Bricks, mortar and filling as shown below

Thus their weight is equal to

0.03*2.5+2.3*0.02+0.1*1.5 =0.27ton/m

partitions: consist of bricks 10cm thickness and plastering 1.5cm

from each side.

Using false ceiling height 0.45m under concrete slab, the partitions height will

equal 4-0.45-0.25=3.3m.

Average distance between partitions= 6m

(0.1*1,2*3.4+.03*2.3*3.3)/6 =0.1 ton/m

Total super imposed load on slab =0.27+0.1 =0.37ton/m2.

2. Live loads:

For the municipality building the live loads will be taken as 400 kg/m2.

3. Wind load

The Assessment of wind load according to British Standard should be made

as follows :

1. The basic wind speed V appropriate to the district where the structure is to be erected

2. The basic wind speed is multiplied by factors S1, S2 , S3 to give the design wind speed Vs for the part under consideration

Vs = V * S1 *S2 * S3

3. The design wind speed is converted to dynamic pressure q using the relationships

q = k Vs2

4

4. The dynamic pressure is then multiplied by an appropriate pressure coefficient Cp to give the pressure p exerted at any point on the surface of a building

p = Cp*q Cp = Cpe -Cpi

If the value of the pressure coefficient Cp is negative this indicates that p is a

suction as distinct from a positive pressure

In Nablus the average basic wind speed is 80km/hr, at 10m above

ground in an open situation.

S1 is a topography factor, it will be taken 1 for level terrain.

S3 is a factor that takes into account of the degree of security and the

period of time in years during which there will be exposure to wind ,

normally wind loads on complete structure and buildings should be

calculated at S3 = 1 with the following exceptions :

o Temporary structures. o Structures where a shorter period of exposure to the wind

may be expected o Structures where a longer period of exposure to the wind

may be required o Structure where greater than normal safety is required

Since our building is not one of those exception then S3 = 1

k = 0.613 in SI units (N/m2 and m/s) " British code page 145".

S2 is a factor which accounts for ground roughness, building size and

height above ground. This factor is taken from Table1.2.

5

Table1.2. Ground Roughness, building size and height above ground, factor S2

H

(m)

(1)open country with no

obstructions

(2) open country with

scattered windbreaks

(3)country with many

windbreaks , small

town , outskirts of

large cities

(4) surface with

large and frequent

obstructions ,city

centers

Class*

Class Class Class

A B C A B C A B C A B C

3 or

less 0.83 0.78 0.73 0.72 0.67 0.63 0.64 0.6 0.55 0.56 0.52 0.47

5 0.88 0.83 0.78 0.79 0.74 0.7 0.7 0.65 0.6 0.6 0.55 0.5

10 1 0.95 0.9 0.93 0.88 0.83 0.78 0.74 0.69 0.67 0.62 0.58

15 1.03 0.99 0.94 1 0.95 0.91 0.88 0.83 0.78 0.74 0.69 0.64

20 1.06 1.01 0.96 1.03 0.98 0.94 0.95 0.9 0.85 0.79 0.75 0.7

30 1.09 1.05 1 1.07 1.03 0.98 1.01 0.97 0.92 0.9 0.85 0.79

40 1.12 1.08 1.03 1.1 1.06 1.01 1.05 1.01 0.96 0.97 0.93 0.89

50 1.14 1.1 1.06 1.12 1.08 1.04 1.08 1.04 1 1.02 0.98 0.94

60 1.15 1.12 1.08 1.14 1.1 1.06 1.1 1.06 1.02 1.05 1.02 0.98

80 1.18 1.15 1.11 1.17 1.13 1.09 1.13 1.1 1.06 1.1 1.07 1.03

100 1.2 1.17 1.13 1.19 1.16 1.12 1.16 1.12 1.09 1.13 1.1 1.07

120 1.22 1.19 1.15 1.21 1.18 1.14 1.18 1.15 1.11 1.15 1.13 1.1

140 1.24 1.2 1.17 1.22 1.19 1.16 1.2 1.17 1.13 1.17 1.15 1.12

160 1.25 1.22 1.19 1.24 1.21 1.18 1.21 1.18 1.15 1.19 1.17 1.14

180 1.26 1.23 1.2 1.25 1.22 1.19 1.23 1.2 1.17 1.2 1.19 1.16

200 1.27 1.24 1.21 1.26 1.24 1.21 1.24 1.21 1.18 1.22 1.21 1.18

* Class A. All units of cladding, glazing and roofing and their immediate fixings

and individual members of unclad structures, class B. All buildings and

structures where neither the greatest horizontal dimension nor the greatest

vertical dimension exceeds 50m,

This building will be considered case 4, classC.

The internal pressure coefficient "Cpi" will be taken -0.3, corresponding

to case that all faces are impermeable.

6

The external pressure coefficient " Cpe" will be taken from the table 1.3.

Table 1.3 Pressure coefficients Cpe for pitch roofs of rectangular clad buildings

Pressure coefficients Cpe for pitch roofs

building

height* ratio roof angle

wind angle =0

degree

wind angle =90

degree

Wind

ward

face

Leeward

face

Wind

ward

face

Leeward

face

h/w 0.5 0 -0.8 -0.4 -0.8 -0.4

5 -0.9 -0.4 -0.8 -0.4

10 -1.2 -0.4 -0.8 -0.6

20 -0.4 -0.4 -0.7 -0.6

30 0 -0.4 -0.7 -0.6

45 0.3 -0.5 -0.7 -0.6

60 0.7 -0.6 -0.7 -0.6

0.5 < h/w < 1.5 0 -0.8 -0.6 -1 -0.6

5 -0.9 -0.6 -0.9 -0.6

10 -1.1 -0.6 -0.8 -0.6

20 -0.7 -0.5 -0.8 -0.6

30 -0.2 -0.5 -0.8 -0.8

45 0.2 -0.5 -0.8 -0.8

60 0.6 -0.5 -0.8 -0.8

1.5 < h/w < b 0 -0.7 -0.6 -0.9 -0.7

5 -0.7 -0.6 -0.8 -0.8

7

10 -0.7 -0.6 -0.8 -0.8

20 -0.8 -0.6 -0.8 -0.8

30 -1 -0.5 -0.8 -0.7

40 -0.2 -0.5 -0.8 -0.7

50 0.2 -0.5 -0.8 -0.7

60 0.5 -0.5 -0.8 -0.7

* h is building height, and w is building length

Wind angle will be taken zero. Building height ratio (h/w)

8

Table 1.4. Wind pressure on the steel dome

point

no.

elevation

(m) S2

angle of

inclination

Cpe

(win ward

face)

Pressure

(N/m)

at the wind

ward face

Cpe

(leeward

face)

Pressure

(N/m)

at the leeward

face

1 17.32 0.668 70 0.7 135 -0.6 -66.1

2 19 0.688 60 0.7 143.3 -0.6 -43

3 20.25 0.702 40 0.2 74.57 -0.433 -19.8

4 20.91 0.708 10 1.2 -163.54 -0.4 -15.2

For Steel Arches:

The arches will be divided into 5 areas marked by 5 points, as shown on

Fig1.2. Table 1.5 gives wind pressure values calculated in a similar way as

given previously.

Fig.1.3. Steel Arches

9

Table 1.5. Wind pressure on the steel arches.

point

no.

Elevation

(m) S2

Angle of

Inclination

Cpe at

windward

face

pressure

(N/m) at

windward

face

Cpe at

leeward

face

pressure

(N/m) at

leeward

face

1 12 0.645 50 0.433 92.29 -0.533 -29.34

2 13 0.668 37.6 0.355 88.46 -0.45 -20.26

3 13.75 0.688 25 -0.2 14.33 -0.4 -14.33

4 14.21 0.702 18.06 -0.555 -38.03 -0.4 -14.91

5 14.37 0.708 0 -0.8 -75.86 -0.4 -15.17

1.5 Loads combinations:

For concrete structures:

Ultimate load=1.2*DL (Dead load)+1.6*LL(live load).

For steel structures:

1. Ultimate load=1.4*DL+1.6*LL

2. Ultimate load=1.0*DL+1.4*WL(wind load)

3. Ultimate load=1.2*(DL+LL+WL)

10

Chapter2: Preliminary design:

This Chapter provides manual analysis and design.

2.1 Structural Systems

As stated before, this project is divided into 3 parts( part A, B, and C

from left to right) by 2 structural joints as shown on Fig. 2.1.

The steel dome over part B is composed of hollow section steel

members covered by Polycarbonate, and the cylindrical roof is composed of

3-hinged steel I-section arches covered by purlins and polycarbonate.

All floors, except roof #3, are one way ribbed slabs on main drop

beams carried by columns, as shown on figures 2.1 through 2.6. Roof #3 is

designed as one way solid slab on main dropped beams on columns as

shown on Fig. 2.6.

Basement walls are used around the parking floor, and all the exterior

walls are composed of concrete, masonry, and blocks.

11

2.2 Concrete Domes Analysis and Design :

There are 3 concrete domes, one on the minaret and two on the stair roofs.

These are the major equations of the domes :

For dead load

Meridian stress (C)

=wR(K1)/d+W(K3)/R.(a)

Hoop stress() =-wR(k2)/d-

W(K3)/Rd ..(b)

Where,

w: uniformly distributed load per

meter square on the area

W: concentrated load

R: radius of the dome

d: thickness of the dome

K1,2,3: constants which depend on the semi central angle and the angle at

which the stress is measured, are given in Table 2.1

For live and snow loads:

Meridian stress(C) =-q*R/2d.(c)

Hoop stress () =-q*R*(cos 2c)/2d.(d)

Where,

q: uniformly distributed load per square meter on horizontal projection.

c: the angle measured from the vertical to the point at which the stress is

to be measured.

12

Table 2.1. K Factors

c k1 k2 k3

0 0.5 0.5

10 0.505 -0.48 5.3

20 0.516 -0.425 1.37

30 0.537 -0.33 0.64

40 0.566 -0.2 0.38

50 0.608 -0.034 0.27

51.48 0.618 0 0.26

60 0.667 0.167 0.21

70 0.747 0.402 0.18

80 0.838 0.68 0.16

90 1 1 0.16

1. Minaret Dome:

Concrete dome with ring beam below.

Dimensions:

Radius (R)=3 m, Rise = 2.22 m, c = 75

Thickness(d)= 10 cm (range 7.5cm

15cm).

Loads :

Dead load(w) =own weight=1*1*0.1*2.5=0.25 t/m

Live and snow loads(q) =0.15 t/m (on projected area).

Super imposed load, concentrated(W) =0.05 t.

Angle of super imposed load = 10 degree.

Applying Eqs. A to d, the stresses on the dome are given in Table 2.2.

13

Table2.2. Hoop and Meridian stresses for minaret dome

c C dead (ton/m2)

dead (ton/m2)

C live and snow

(ton/m2)

live and snow

(ton/m2)

C total (ton/m2)

total (ton/m2)

0 4.50 -4.50 -2.25 -2.25 2.25 -6.75

10 4.55 4.32 -2.25 -0.92 2.30 3.40

20 4.10 2.96 -2.25 1.50 1.85 4.46

30 4.13 2.37 -2.25 2.14 1.88 4.51

40 4.31 1.44 -2.25 0.25 2.06 1.69

50 4.61 0.21 -2.25 -1.94 2.36 -1.73

51.48 4.68 -0.04 -2.25 1.70 2.43 1.66

60 5.04 -1.29 -2.25 -1.83 2.79 -3.12

70 5.63 -3.05 -2.25 0.45 3.38 -2.60

75 6.59 -4.58 -2.25 1.32 4.34 -3.26

All tension and compression stresses are much less than concrete

capacity, where concrete compression capacity is 2800 ton/m2, and the

tension concrete capacity is approximately equal to 280 ton/m2.

Thus only shrinkage steel is needed for both directions(meridian and

hoop).

As =0.2%*10*100 =2 cm2 use 4 8mm/m.

2. Domes on the stair roofs:

Concrete dome with ring beam below.

Dimensions:

Radius =1.8 m, Rise =0.85 m, c = 58

Thickness 10 cm (range 7.5cm 15cm).

Loads :

Dead load = only its own weight (w)=1*1*0.1*2.5=0.25 t/m.

Live and snow loads (q) =0.15 t/m (on the projected area).

Applying Eqs. A to d, the stresses on the dome are given in table 2.2.

14

Table2.3. Meridian and Hoop Stresses for domes over stair roofs

c C dead (ton/m2)

dead (ton/m2)

C live and snow

(ton/m2)

live and snow

(ton/m2)

C total (ton/m2)

total (ton/m2)

0 2.25 -2.25 -1.35 -1.35 -1.35 -1.35

10 2.27 2.16 -1.35 -0.55 0.92 1.61

20 2.32 1.91 -1.35 0.90 0.97 2.81

30 2.42 1.49 -1.35 1.29 1.07 2.77

40 2.55 0.90 -1.35 0.15 1.20 1.05

50 2.74 0.15 -1.35 -1.16 1.39 -1.01

51.48 2.78 0.00 -1.35 1.02 1.43 1.02

58 3.00 -0.75 -1.35 -1.10 1.65 -1.85

All tension and compression stresses are much less than concrete

capacity, where concrete compression capacity is 2800 ton/m2, and the

tension concrete capacity is approximately equal to 280 ton/m2.

Thus only shrinkage steel is needed for both directions(meridian and

hoop).

As =0.2%*10*100 =2 cm2 use 4 8mm/m.

15

2.3 Slabs Analysis and Design

Ribbed Slabs Analysis and Design:

Referring to Fig. 2.2 the thickness of slab, Hmin,,. is given using ACI Table 2.4.

Table 2.4: minimum thickness of one way solid slabs and beams

Member

Minimum thickness, h

One end

continuous

Two ends

continuous

simply

supported Cantilever

One way

solid slab 24

ln

28

ln

20

ln

10

ln

Beams 5.18

ln

21

ln

16

ln

8

ln

Hmin.= larger of ( 485/21= 23.1 cm, 360/18.5=19.5cm, 500/21=23.8 cm)=

23.8cm 25cm.

Figure below shows a proposed section of the ribbed slab:

Thus the own weight is calculated as:

Own weight= (0.08*.52+0.12*0.17)*2.5+0.4*0.17*1.2=0.2366 t/m/rib=

0.455t/m2.

Wu= 1.2*(0.455+0.27)+1.6*0.4= 1.51 t/m2=0.79t/m/rib.

16

Slab1 (S1) in parts A and C :

Slab 1 load (in ton/m)

Slab 1 reaction diagram (in ton)

Slab 1 Shear force diagram (in ton)

Slab 1 bending moment diagram (in ton.m)

Max. shear at distance d =20 cm from the face of column= 1.91-

0.79*(0.15+0.2)=1.633 ton.

(Assumed columns dimensions are 30*70 cm.)

Nominal shear=1.633/0.75=2.178 ton

Vc= 0.53* cf *b*d*1.1=0.53* 280 *12*20*1.1*10-3=2.34ton>Vu no need for

shear reinforcement.

Max. neg. moment= 1.34 ton.m/rib

0079.280*20*12

34.1*10*61.211(*

4200

280*85.02

5

0033.014

.min yF

17

As= db** = 9.120*12*0079.0 cm22 rib/12 top steel.

Min. neg. moment = 1.19 ton.m/rib

007.280*20*12

19.1*10*61.211(*

4200

280*85.02

5

As =1.675 cm2 2 12 /rib

So use 212 top steel for all spans except the exterior ends of the exterior

spans

Max. +ve moment= 0.99 ton.m/rib

0012.0)280*20*52

99.0*10*61.211(*

4200

280*85.02

5

As= 0.00127*52*20= 1.32cm2

As min.= 8.020*12*0033.0**.min dbw cm2

18

Slab 1 Shear force diagram (in ton)

Slab 1 bending moment diagram (in ton.m)


0.79*(0.2+0.15)=1.653 ton.

(Assumed columns dimensions to be 30*70 cm.)

Nominal shear=1.653/0.75=2.2 ton




0079.280*20*12

34.1*10*61.211(*

4200

280*85.02

5

0033.014

.min yF

19

0013.0)280*20*52

02.1*10*61.211(*

4200

280*85.02

5

As= 0.0013*52*20= 1.36cm2

As min.= 8.020*12*0033.0**.min dbw cm2

20

Slab3 bending moment diagram


0.79(0.2+0.15)=2 ton


Ultimate shear=2/0.75=2.67 ton

Vc= 0.53* cf *b*d*1.1=0.53* 280 *12*20*1.1*10-3=2.34ton10cm use 1 8mm stirrup/10 cm.

If Vn< Vc/2 ,no need for shear reinforcement.

Vc*0.75/2=.88 ton = 2.32-0.79*X1X1=1.82m

So at distance 0 to 1.82m (measured from left end of span 4) use 1 8mm

stirrup/10 cm, otherwise no need for shear reinforcement.

21

Max. neg. moment at span 4= 1.73 ton.m /rib

01.280*20*12

73.1*10*61.211(*

4200

280*85.02

5

0033.014

.min yF

22

Max. +ve moment at span 1 and 2 = 0.71 ton.m/rib

0009.0)280*20*52

71.0*10*61.211(*

4200

280*85.02

5

As= 0.0009*52*20= 0.945cm2

As min.= 8.020*12*0033.0**.min dbw cm2< 0.945cm2 .

Use rib/102 bottom steel.

For span 3 use min area of steel =.8 cm , 210 / rib.

Check if the compression depth smaller than flange thickness:

a =bf

fA

c

YS

**85.0

*

=

52*280*85.0

4200*26.2=0.77cm

23

Slab Shear force diagram (ton/m)

Slab bending moment diagram (ton.m)


0.79*(0.2+0.15)= 1.143 ton


Ultimate shear=1.243/0.75=1.524 ton




0061.280*20*12

05.1*10*61.211(*

4200

280*85.02

5

0033.014

.min yF

24

00028.0)280*20*52

22.0*10*61.211(*

4200

280*85.02

5

As= 0.00028*52*20 =0.29 cm

As min.= 8.020*12*0033.0**.min dbw cm2>0.29 cm

Use rib/102 bottom steel, for all spans.

Check if the compression depth smaller than flange thickness:

a =bf

fA

c

YS

**85.0

*

=

52*280*85.0

4200*57.1=0.53cm

25

Beam Load Diagram (in ton/m)

Beam Reactions Diagram (in ton)

Beam Shear Force Diagram (in ton)

Beam Bending Moment Diagram (in ton.m)

Flexure Design:

+ve moment on span 1 =13.28 ton.m

0061.0)280*45*30

28.13*10*61.211(*

4200

280*85.02

5

>0.0033

As=0.0061*45*30=8.23cm24 18

+ve moment on span 3 =10.94 ton.m

00497.0)280*45*30

94.10*10*61.211(*

4200

280*85.02

5

>0.0033

As=0.00497*45*30=6.7cm23 18

26

Span 2 will be reinforced with min. bottom steel reinforcement

As min.=0.0033* 45*30 =4.45 cm use 2 18

-ve. Moment on span1 = 13.53 ton.m

0062.0)280*45*30

53.13*10*61.211(*

4200

280*85.02

5

>0.0033

As=0.0062*30*45=8.4 cm24 18


00488.0)280*45*30

75.10*10*61.211(*

4200

280*85.02

5

>0.0033

As=0.00488*30*45=6.59 cm23 18

Shear Design

Span1:

Shear Force at distance d=45 cm from the face of the right support =

19.45- 7.05*(0.15+0.45)=15.22 ton.

Vn= uV =

75.0

22.15=20.29 ton

Vc= 0.53* cf *b*d= Vc= 0.53* 280 *30*45= 11.97 ton.

VS=Vn-VC= 20.29-11.97=8.32 ton

dF

V

S

A

y

SV

*

VS

27

S

AV =0.044, Using 8mm stirrups AV=1cm2

S=044.0

1=22.7cm=22.5cm ok. use 1 8mm stirrup/20 cm c/c.

Shear Force at distance d=45 cm from the face of the left support of

span1 = 13.69- 7.05*(0.15+0.45)=9.46 ton

Vn= uV =

75.0

46.9=12.61 ton.

Vc= 0.53* cf *b*d= Vc= 0.53* 280 *30*45= 11.97 ton.

VS=Vn-VC= 12.61-11.97=0.64ton

dF

V

S

A

y

SV

*

VS0.0034use min. shear

reinforcement.

max. spacing =min. of(d/2, 60 cm)= min. of(22.5, 60 cm)=22.5cm

S

AV =0.025, Using 8mm stirrups AV=1cm2

S=025.0

1=40cm>22.5cm ok. use 1 8mm stirrup/20 cm c/c.

If Vn< Vc/2 ,no need for shear reinforcement.

Vc*0.75/2=4.5 ton = 13.69-7.05*X1X1=1.3m

-4.5=13.69-7.05*X2X2=2.6m

28

So at distance 1.3m to 2.6 m (measured from left end) use 1 8mm stirrup/40

cm.

Span2:

Use min. shear reinforcement at the ends(1 8mm stirrup/20 cm), and at

distance 1.3m to 2.6m measured from left end use 1 8mm stirrup/40 cm.

Span3:

Use min. shear reinforcement at the ends(1 8mm stirrup/20 cm), and at

distance 1.85m to 3.1m measured from left end use 1 8mm stirrup/40 cm.

Beam 3 in part B in the ground floor (BM3) :

Hmin.= cm9.4621

301015

H= 70cm, D= 65cm.

Width= 30cm.

Ultimate load on all spans =

mton /96.63.0*)25.07.0(*5.2*2.152.0

41.3

Slab 2 Load Diagram (in ton/m)

Slab1 Reaction Diagram (in ton)

29

Beam Load Diagram (in ton/m)

Beam Reaction Diagram (in ton)

Beam Shear Force Diagram (in ton)

Beam Bending Moment Diagram (in ton.m)

Flexure Design:

+ve moment on span1,5 =21.11 ton.m

0046.0)280*65*30

11.21*10*61.211(*

4200

280*85.02

5

>0.0033

As=0.0046*65*30=8.93cm24 18

+ve moment on span 2,4 =1.88 ton.m

0003.0)280*65*30

88.1*10*61.211(*

4200

280*85.02

5

30

Asmin=0.0033*65*30=6.43cm23 18

+ve moment on span 3 =40 ton.m

00905.0)280*65*30

40*10*61.211(*

4200

280*85.02

5

0.0033

As=0.0043*30*65=8.44 cm24 18

-ve. Moment on span2,4 = 49.46 ton.m

011.0)280*65*30

46.49*10*61.211(*

4200

280*85.02

5

>0.0033

As=0.011*30*65=21.45 cm29 18

Shear Design

Max. shear at distance d=65 cm from the face of the support = 35.33-

6.96*(0.15+0.65)=29.76 ton.

Vn= uV =

75.0

76.29= 39.68ton

Vc= 0.53* cf *b*d= Vc= 0.53* 280 *30*65= 17.29 ton.

VS=VN-VC= 29.76-17.29=12.47 ton

dF

V

S

A

y

SV

*

VS

31

025.0)024.0,025.0(.max)( .min ofS

AV

32

Load assigned on slab 1

Slab 1 reaction diagram

Beam F1:

Hmin.= cm8.645.18

2.02.12

H= 70cm, D= 65cm.

Width= 30cm.

Ultimate load= mton /23.43.0*)25.07.0(*5.2*2.152.0

99.1

Frame loads diagram

33

Axial force diagram

Shear force diagram

34

Bending moment diagram

a. Beam flexure design:

+ve moment=49.82 ton.m

0116.0)280*65*30

82.49*10*61.211(*

4200

280*85.0

2

5

>0.0033 ok.

As=0.0116*30*65=22.62 cm28 20

-ve moment on the left end=15.98ton.m

0034.0)280*65*30

98.15*10*61.211(*

4200

280*85.0

2

5

>0.0033ok.

As=0.0034*30*65=6.7 cm24 16

-ve moment on the right end=42.72ton.m.

0097.0)280*65*30

72.42*10*61.211(*

4200

280*85.0

2

5

>0.0033ok.

As=0.0097*30*65=19 cm210 16

b. Beam shear design:

35

Shear force at d distance from face of left column= 23.62-

4.23*(0.2+0.65)=19.6ton.

Vn= uV =

75.0

6.19=26.13 ton

Vc= 0.53* cf

*b*d= Vc= 0.53* 280 *30*65*10-3= 17.3 ton.

VS=VN-VC= 26.13-17.3=8.83 ton

dF

V

S

A

y

SV

*

VS

36

Shear force at d distance from face of right column= 27.99-

4.23*(0.2+0.65)=24.4ton.

Vn= uV =

75.0

4.24=32.53 ton.

Vc= 0.53* cf

*b*d= Vc= 0.53* 280 *30*65*10-3= 17.3 ton.

VS=VN-VC= 32.53-17.3=15.23 ton

dF

V

S

A

y

SV

*

VS

37

All the secondary beams are hidden, H=25cm, W=30cm.

Loads=own weight+ partitions weight

Loads=1.2*0.25*0.3*2.5+0.64=0.865ton/m.

Beam load diagram

Beam shear force diagram

Beam bending moment diagram

Flexure Design:

Max +ve moment on span4 =1.08 ton.m

00243.0)280*20*30

08.1*10*61.211(*

4200

280*85.0

2

5

38


0034.0)280*20*30

49.1*10*61.211(*

4200

280*85.0

2

5

>0.0033

As=0.0034*30*20=2.04 cm23 10

Use 3 10 top steel for all spans.

Use minimum bottom and top steel(3 10) for all the secondary beams.

Shear Design

Max. shear at distance d=20 cm from the face of the support = 2.09-

0.87*(0.15+0.2)=1.8 ton.

Vn= uV =

75.0

8.1= 2.4ton

Vc= 0.53* cf *b*d= Vc= 0.53* 280 *30*20= 5.32 ton.

Vn< Vc/2=2.66 ton no need for shear reinforcement.

39

2.5 Columns analysis and design:

B3 (in ground floor) Reaction Diagram

Design the worst column (has the max. axial load=62.06ton)

Assume column dimensions: 30cm*70cm.

Max. load on column= 62.06*4+1.2(0.3*0.65*4*2.5*4)=257.6ton

Check if r

lk u*

detail sap design

Documents

steel parts

reinforced concrete

concrete concrete strength

d analysis

steel structure parts

structural parts

steel dome

concrete slab